technical data sheet: vf22pro+ - allfasteners

TECHNICAL DATA SHEET:

VF22PRO+VERSATILE HIGH-LOAD ADHESIVE INJECTION

Doc: VF22PRO+ TDS | Version Date: 05/01/19 | of 26

www.allfasteners.com | Customer Service 800 577 3171

KEY BENEFITS

§ Suitable Underwater

§ Rated for Seismic Loads A-F

§ For Use with Creaked or Uncracked Concrete

§ Low VOC Compliant

§ Fast Cure Times

2.0 LIMITATIONS

VF22PRO is a versatile high-strength two-part vinylester resin designed to anchor threaded rods & rebar in concrete for very high loads and critical fastenings. Features a high chemical resistance useful in corrosive environments (AC308), critical and overhead fixings and underwater application. It can also be used in try concrete, water-saturated concrete or flooded holes in concrete.

1.0 RECOGNITION & CERTIFICATIONS

§ IAMPO ER - 659

§ Certfied NSF/ANSI 61

§ 2015, 2012, 2009, and 2006 International Building Code® (IBC)

§ 2015, 2012, 2009, and 2006 International Residential Code® (IRC)

VF22PRO+ Adhesive Anchor System evaluated in this report shows compliance to the following codes and regulations:

Use of the VF22PRO+ recognized in this report is subject to the following limitations:

2.1 VF22PRO+ shall be installed in accordance with the manu-facturer’s printed installation instructions (MPII) as shown in Figures 7 through 9 of this report.

2.2 Anchor elements shall be installed in cracked and uncracked normal-weight or lightweight concrete having a specified compressive strength, f’c, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa). Threaded steel rods (diameters M8 through M20 and 3/8 inch through 3/4 inch) and steel reinforcing bars (ø10 through ø16 and diameters No. 3 through No. 6) may be used in uncracked concrete. Threaded steel rods (diam-eters M8 through M30 and 3/8 inch through 1-1/4 inch) may be used in cracked concrete.

2.3 Values of f’c used for calculation purposes shall not exceed 8,000 psi (55.1 MPa).

2.4 Anchor elements shall be installed in normal-weight or lightweight concrete as set forth in Figures 7 through 9 of this report in holes predrilled with a rotary-hammer drilling method using carbide-tipped drill bits complying with the dimensional tolerances of ANSI B212.15-1994 or ISO 5468 for metric sizes.

2.5 VF22PRO+ is recognized to resist short-term and long-term loads, including wind and earthquake loads, subject to the conditions of this report.

2.6 In structures assigned to Seismic Design Category C, D, E or F under the IBC or IRC, anchor strength shall be adjusted in accordance with Section 3.2.12 of this report.

CONTINUED ON NEXT PAGE

IAPMO ER-659 Certified NSF/ANSI 61





2.0 LIMITATIONS (CONTINUED)

2.7 VF22PRO+ is permitted to be installed in concrete that is cracked or may be expected to crack during the service life of the anchor, subject to the conditions of this report.

2.8 Anchors may be used to resist tension and shear forces in floor (downwardly inclined), wall (horizontally) or overhead (upwardly inclined) orientations only if installation is within the concrete temperature range shown in Table 2 of this report.

2.9 Strength design values shall be established in accordance with Section 3.1 of this report. Loads applied to the anchors shall be adjusted in accordance with Section 1605.2 of the IBC for strength design.

2.10 Allowable design values shall be established in accordance with Section 3.2 of this report. Loads applied to the anchors shall be adjusted in accordance with Section 1605.3 of the IBC for allowable stress design

2.11 Minimum anchor spacing and edge distance, critical edge distance, critical spacing, and minimum member thickness shall comply with the values described in this report.

2.12 Prior to installation, calculations and details demonstrating compliance with this report shall be submitted to the building official. Calculations and details shall be prepared by a reg-istered design professional where required by the statutes of the jurisdiction in which the project is to be constructed.

2.13 Fire-resistive construction: Anchors are not permitted to support fire-resistive construction. Where not otherwise prohibited in the applicable code, VF22PRO+ is permitted for installation in fire-resistive construction provided at least one of the following conditions is fulfilled:

§ Anchors are used to resist wind or seismic forces only.

§ Anchors that support gravity load-bearing structural ele-ments are within a fire-resistive envelope or a fire-resis-tive membrane, are protected by approved fire-resistive materials, or have been evaluated for resistance to fire exposure in accordance with recognized standards.

§ Anchors are used to support nonstructural elements.

2.14 Since an evaluation criteria for evaluating data to determine the performance of adhesive anchors subjected to fatigue or shock loading is unavailable at this time, the use of these anchors under such conditions is beyond the scope of this report.

2.15 Use of uncoated or zinc-plated carbon steel threaded rods or steel reinforcing bars is limited to dry, interior locations. Exteri-or anchor locations and water-saturated conditions require the use of hot-dipped galvanized carbon steel or stainless steel anchors or threaded rods. The coating weights for hot-dip galvanized steel shall be in accordance with ASTM A153 Class C or D.

2.16 Steel anchoring materials in contact with preservative-treated and fire-retardant-treated wood shall be zinc-coated steel or stainless steel. The coating weights for zinc-coated steel shall be in accordance with ASTM A153 Class C or D.

2.17 Special inspection shall be provided in accordance with Section 3.5 of this report. Continuous special inspection for anchors installed in horizontally or upwardly inclined installa-tions that are designed to resist sustained tension loads shall be provided in accordance with Section 3.5.2 of this report.

2.18 VF22PRO+ may be used for floor (downwardly inclined), wall (horizontally inclined), and overhead (upwardly inclined) applications. All applications in cracked concrete are limited to use with 1-1/4 inch (30 mm) diameter threaded rod and No. 6 (Ø16 mm) reinforcing bar, or smaller. All applications in uncracked concrete are limited to use with 3/4 inch (20 mm) diameter threaded rod or smaller.

2.19 Anchors installed in a horizontally inclined or upwardly inclined orientation to resist sustained tension loads shall be performed by personnel certified by an applicable certification program in accordance with ACI 318-14 17.8.2.2 or 17.8.2.3 (ACI 318-11 D.9.2.2 or D.9.2.3).

2.20 VF22PRO+ is manufactured and packaged into cartridges by 2KPS Polymer Systems Limited, in Alfreton, United Kingdom, with quality control inspections by IAPMO Uniform ES.





3.0 PRODUCT USE

3.2.1 General: Strength design under the 2015 IBC and Section R301.1.3 of the 2015 IRC shall be in accordance with ACI 318-14 and Section 3.2.2 of this report. Strength design under the 2012, 2009, and 2006 IBC, as well as Section R301.1.3 of the 2012, 2009, and 2006 IRC shall be in accordance with ACI 318-11 and Section 3.2.2 of this report. Allowable Stress Design shall be in accordance with Section 3.3 of this report.

3.2.2 Anchor design strengths, ØNn and ØVn, shall be determined in accordance with Chapter 17 of ACI 318-14 or Appen-dix D of ACI 318-11 and this report. Design parameters are provided in Tables 5 through 12 of this report and are based on the 2015 IBC unless noted otherwise in this report. Anchor designs shall satisfy the requirements of ACI 318-14 17.3.1.1, 17.3.1.2 and 17.3.1.3 (ACI 318-11 D.4.1.1, D.4.1.2 and D.4.1.3). Anchor group effects shall be considered in accordance with ACI 318-14 17.2.1.1 (ACI 318-11 D.3.1.1). Strength reduction factors, Ø, as described in ACI 318-14 17.3.3 (ACI 318-11 D.4.3 or D.4.4) are given for each diame-ters in Tables 9, 10, 11 and 12 of this report. Strength reduc-tion factors, Ø, described in ACI 318-11 D.4.4 shall be used for load combinations calculated in accordance with Appen-dix C of ACI 318-11. This section provides amendments to ACI 318-14 and ACI 318-11 Appendix D as required for the strength design of adhesive anchors.

3.2.3 Static Steel Strength in Tension: Nominal steel strength of a single anchor in tension, Nsa, shall be calculated in accordance with ACI 318-14 17.4.1.2 (ACI

318-11 D.5.1.2), and the corresponding strength reduction factors, depending on whether the steel is considered brittle or ductile, in accordance with ACI 318-14 17.3.3 (ACI 318-11 D.4.3) are given in Tables 5 and 6 of this report for computing design strengths of corresponding anchor steel elements.

3.2.4 Static Concrete Breakout Strength in Tension: Nominal concrete breakout strength of a single anchor or group of anchors in tension, Ncb and Ncbg, shall be calculated in accordance with ACI 318-14 17.4.2 (ACI 318-11 D.5.2) with the following addition: Basic concrete breakout strength of a single anchor in ten-sion, Nb, shall be calculated in accordance with ACI 318-14 17.4.2.2 (ACI 318-11 D.5.2.2) where the values of hef com-plies with Tables 7 and 8 of this report. The value of kc to be used in ACI 318-14 Eq. (17.4.2.2a) or ACI 318-11 Eq. (D-6) shall be as follows: kc,cr = 17 where analysis indicates cracking at service load levels in the vicinity of the anchor (cracked concrete) kc,uncr = 24 where analysis indicates no cracking (ft < fr) at service load levels in the vicinity of the anchor (uncracked concrete) To design for uncracked concrete, anchors shall be located in a region of the concrete member where analysis indicates no cracking at service load levels. Corresponding strength

3.1.1 General: VF22PRO+ Adhesive Anchor System is used to resist static, wind and earthquake (Seismic Design Categories A through F under the IBC) tension and shear loads in cracked and uncracked, normal weight concrete having a specified compressive strength, f’c, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa). Cracked concrete shall be assumed except for anchors located in a region of the concrete member where analysis indicates no cracking (uncracked) at service loads in accordance with ACI 318-14 17.4.2.6 and 17.5.2.7 (ACI 318-11 D.5.2.6 and D.6.2.7). The analysis for the determination of crack formation shall include the effects of restrained shrinkage, as applicable, (in accordance with 24.4.2 of ACI 318-14 (7.12.1.2 of ACI 318-11). Cracked concrete also shall be assumed for anchors in structures assigned to Seismic Design Category C, D, E or F. The adhesive anchor system is an alternative to anchors described in Section 1901.3 of the 2015 IBC, Sections 1908 and 1909 of the 2012 IBC, Sections 1911 and 1912 of the 2009 and 2006 IBC. The anchoring system may also be used where an engineering design is submitted in accordance with Section R301.1.3 of the 2015, 2012, 2009, and 2006 IRC.

3.2. DESIGN & INSTALLATION






3.2. DESIGN & INSTALLATION (CONTINUED)


reduction factors, Ø, are given in Tables 7 and 8 of this report for Condition B, as defined in ACI 318-14 17.3.3 (ACI 318-11 D.4.3). For anchors in lightweight concrete, the modification factor λa shall be applied to ACI 318-14 Eq. (17.4.2.2a) (ACI 318-11 Eq. (D-6)) in accordance with ACI 318-14 17.2.6 (ACI 318-11 D.3.6). The value of f’c shall be limited to a maximum of 8,000 psi (55 MPa) in accordance with ACI 318-14 17.2.7 (ACI 318-11 D.3.7).

3.2.5 Static Bond Strength in Tension: The nominal static bond strength of a single adhesive anchor, Nba, or group of adhesive anchors in tension shall be calcu-lated in accordance with ACI 318-14 17.4.5 (ACI 318-11 D.5.5). For anchors designed to resist sustained tension loads, bond strength shall be calculated in accordance with ACI 318-14 17.2.5 and 17.3.1.2 (ACI 318-11 D.3.5 and D.4.1.2). Embedment depths shall comply with ACI 318-14 17.3.2.3 (ACI 318-11 D.4.2.3) and Tables 9 through 12 of this report. Bond strength values are a function of concrete conditions (i.e., cracked or uncracked), concrete tempera-ture, installation conditions (i.e. dry, water saturated or water filled), and special inspection level (i.e. continuous or period-ic). The VF22PRO+ has been tested at elevated temperatures in cracked and uncracked concrete using a hammer drill in dry, water-saturated, and water-filled concrete holes. To design for uncracked concrete, anchors shall be located in a region where analysis indicates no cracking at service load levels. Elevated concrete temperatures arise from a number of factors, including sun exposure, proximity to operating machinery, or containments of liquids or gases at elevated temperature. Therefore bond strengths, anchor categories and strength reduction factors, Ø, for each anchor diameter for installation in normal weight concrete are listed in Tables 9 through 12 of this report for each permitted concrete condi-tion, concrete temperature, installation condition, and special inspection level. Bond strength values given in these tables correspond to concrete compressive strength, f’

c = 2,500 psi. Bond strength values shall not be increased for concrete compressive strength. Bond strength values shall be modified with the factor Øws for cases wherein the holes are drilled in water-saturated concrete or Øwf for cases where anchors are installed in water-filled holes in concrete as shown in Figure 1 of this report. Characteristic bond strength, Tk, shown in Fig-

ure 1 of this report refers to Tk,cr or Tk,uncr, and where applica-ble, the modified bond strengths shall be used in lieu of Tk,cr or Tk,uncr . For anchors in lightweight concrete, the modifica-tion factor λa shall be applied to ACI 318-14 Eq. (17.4.2.2a) (ACI 318-11 Eq. (D-6) in accordance with ACI 318-14 17.2.6 (ACI 318-11 D.3.6). Sustained Loads: In addition to requirements in Section 3.2.5 of this report for the design of a single anchor in tension to resist sustained loads, ACI 318-14 17.3.1.2 (ACI 318-11 D.4.1.2) shall apply.

3.2.6 Splitting Control: Replace ACI 318-14 17.4.5.5 (ACI 318-11 D.5.5.5) as fol-lows: 17.4.5.5 (D.5.5.5) – The modification factor for adhesive anchors designed for uncracked concrete in accordance with 17.4.5.2 (D.5.5.2) without supplementary reinforcement to control splitting, Ψcp,Na , shall be calculated as: If ca,min ≥ cac then Ψcp,Na = 1.0 (Eq.17.4.5.5.a for ACI 318-14) ((D-26) for ACI 318-11) If ca,min < cac then Ψcp,Na = ca,min / cac (Eq.17.4.5.5.b for ACI 318-14) ((D-27) for ACI 318-11) where cac shall be determined in accordance with (Eq. 17.4.5.5.c for ACI 318-14) (D-27a for ACI 318-11) cac = hef × (Tk,uncr /1160)0.4×[3.1–0.7(h/hef)] (inches) (Eq. 17.4.5.5.c for ACI 318-14) (D-27a for ACI 318-11) where (h/hef) need not be taken as larger than 2.4; and Tk,uncr = characteristic bond strength stated in Tables 7 through 14 of this Evaluation Report, whereby Tk,uncr need not be taken as larger than: Tk,uncr = (kuncr (hef × f'c)0.5)/(π × da) For all cases where cNa/ cac < 1.0, Ψcp,Na determined from







(Eq.17.4.5.5.b for ACI 318-14)((D-27) for ACI 318-11) need not be taken less than cNa/ cac. For all other cases, Ψcp,Na shall be taken as 1.0.

3.2.7 Static Steel Strength in Shear: The nominal steel strength of a single anchor in shear, Vsa, in accordance with ACI 318-14 17.5.1.2 (ACI 318-11 D.6.1.2), is given in Tables 5 and 6 of this report. The strength reduc-tion factor, Ø, corresponding to the steel element selected and whether the steel is considered brittle or ductile, is also given in Tables 5 and 6 of this report, for use with load combinations of ACI 318-14 5.3 as set forth in 17.3.3 (ACI 318-11 9.2 as set forth in D.4.3).

3.2.8 Concrete Breakout Strength in Shear: The nominal concrete breakout strength of a single anchor or group of anchors in shear, Vcb or Vcbg, shall be calculated in accordance with ACI 318-14 17.5.2 (ACI 318-11 D.6.2) with modifications as described in this section. The basic concrete breakout strength in shear, Vb, shall be calculated in accor-dance with ACI 318-14 17.5.2.2 (ACI 318-11 D.6.2.2) using the applicable values of hef and da as described in Tables 7 and 8 of this report in lieu of le and da . In no case shall le exceed 8da. The value of f’c shall be limited to 8,000 psi (55 MPa), in accordance with ACI 318-14 17.2.7 (ACI 318-11 D.3.7). For anchors in lightweight concrete, the modification factor λa shall be applied to ACI 318-14 Eq. (17.4.2.2a) (ACI 318-11 Eq. (D-6)) in accordance with ACI 318-14 17.2.6 (ACI 318-11 D.3.6). Corresponding strength reduction factors, Ø, are given in Tables 7 and 8 of this report for Condition B, as defined in ACI 318-14 17.3.3 (ACI 318-11 D.4.3).

3.2.9 Static Concrete Pryout Strength in Shear: The nominal static pryout strength of a single anchor or group of anchors in shear, Vcp or Vcpg, shall be calculated in accordance with ACI 318-14 17.5.3.1 (ACI 318-11 D.6.3.1).

3.2.10 Interaction of Tensile and Shear Forces: For loadings that include combined tension and shear, the design shall be performed in accordance with ACI 318-14 17.6 (ACI 318-11 D.7).

3.2.11 Minimum Member Thickness, Minimum Anchor Spacing and Minimum Edge Distance: In lieu of using ACI 318-14 17.7.1 and 17.7.3 (ACI 318-11 D.8.1 and D.8.3), values of cmin and smin provided in Table 1

of this report shall be used. In lieu of using ACI 318-14 17.7.5 (ACI 318-11 D.8.5), minimum member thickness, hmin, shall be in accordance with Table 1 of this report. In determining minimum edge distances, cmin, the following section shall be added to ACI 318 Chapter 17 (ACI 318 Appendix D): For adhesive anchors that will remain untorqued, the min-imum edge distance shall be based on requirements for reinforcement in ACI 318-14 20.6.1 and 17.7.4 (ACI 318-11 7.7 and D.8.4). For adhesive anchors that will be torqued, the minimum edge distance and spacing shall be taken from Table 1 of this report.

3.2.12 Design Strength in Seismic Design Categories C, D, E and F: In structures assigned to Seismic Design Category C, D, E or F under the IBC or IRC, the design shall be performed according to ACI 318-14 17.2.3.1 as modified by Section 1905.1.8 of the 2015 IBC (ACI 318-11 D.3.3 as modified by Section 3.2.12.1 of this report which replaces Section 1905.1.9 of the 2012 IBC). Nominal steel shear strength, Vsa, shall be adjusted be αV,seis as given in Tables 5 and 6 of this report for the corresponding anchor steel. The nominal bond strength, Tk,cr, shall be adjusted by the seismic reduction factor, αN,seis, as given in Table 5 and 6 of this report for the corresponding anchor steel. Section 1905.1.9 of the 2012 IBC shall be replaced with the following: Modify ACI 318-11 Sections D.3.3.4.2, D.3.3.4.3 (d), and D.3.3.5.2 and replace with the following: D.3.3.4.2 – Where the tensile component of the strength-level earthquake force applied to anchors exceeds 20 percent of the factored anchor tensile force associated with the same load combination, anchors and their attachments shall be designed in accordance with D.3.3.4.3. The anchor design tensile strength shall be determined in accordance with D.3.3.4.4. Exception: Anchors designed to resist wall out-of-plane forces with de-sign strengths equal to or greater than the force determined






in accordance with ASCE 7 Equation 12.11-1 or 12.14-10 shall be deemed to satisfy Section D.3.3.4.3(d). D.3.3.4.3(d) – The anchor or group of anchors shall be designed for the maximum tension obtained from design load combinations that include E, with E increased by Ωo. The anchor design tensile strength shall be calculated from D.3.3.4.4. D.3.3.5.2 – Where the shear component of the strength-level earthquake force applied to anchors exceeds 20 percent of the total factored anchor shear force associated with the same load combination, anchors and their attachments shall be designed in accordance with D.3.3.5.3. The anchor design shear strength for resisting earthquake forces shall be determined in accordance with D.6. Exceptions: 1. For the calculation of the in-plane shear strength of anchor bolts attaching wood sill plates of bearing or non-bearing walls of light-frame wood structures to foundations or foun-dation stem walls, the in-plane shear strength in accordance with D.6.2 and D.6.3 need not be computed and D.3.3.5.3 need not apply provided all of the following are satisfied: 1.1. The allowable in-plane shear strength of the anchor is determined in accordance with AF&PA NDS Table 11E for lateral design values parallel to grain. 1.2. The maximum anchor nominal diameter is 5/8 inch (16 mm). 1.3. Anchor bolts are embedded into concrete a minimum of 7 inches (178 mm). 1.4. Anchor bolts are located a minimum of 1-¾ inches (45 mm) from the edge of the concrete parallel to the length of the wood sill plate.

1.5. Anchor bolts are located a minimum of 15 anchor diameters from the edge of the concrete perpendicular to the length of the wood sill plate. 1.6. The sill plate is 2-inch or 3-inch nominal thickness. 2. For the calculation of the in-plane shear strength of anchor bolts attaching cold-formed steel track of bearing or non-bearing walls of light-frame construction to founda-tions or foundation stem walls, the in-plane shear strength in accordance with D.6.2 and D.6.3 need not be computed and D.3.3.5.3 need not apply provided all of the following are satisfied: 2.1. The maximum anchor nominal diameter is 5/8 inch (16 mm). 2.2. Anchors are embedded into concrete a minimum of 7 inches (178 mm). 2.3. Anchors are located a minimum of 1 ¾ inches (45 mm) from the edge of the concrete parallel to the length of the track. 2.4. Anchors are located a minimum of 15 anchor diameters from the edge of the concrete perpendicular to the length of the track. 2.5. The track is 33 to 68 mil designation thickness. Allow-able in-plane shear strength of exempt anchors, parallel to the edge of concrete shall be permitted to be determined in accordance with AISI S100 Section E3.3.1. 2.3. In light-frame construction, bearing or non-bearing walls, shear strength of concrete anchors less than or equal to 1 inch [25 mm] in diameter attaching a sill plate or track to foundation or foundation stem wall need not satisfy D.3.3.5.3(a) through (c) when the design strength of the an-chors is determined in accordance with D.6.2.1(c).





3.3 ALLOWABLE STRESS DESIGN (ASD)

3.3.1 General: For anchor designed using load combinations in accordance with IBC Section 1605.3, allowable loads shall be established using Eq. (3-3) or Eq.(3-4): Τ allowable, ASD = ØNn Eq. (3-3)

α V allowable, ASD = ØVn Eq. (3-4)

α Where: Τallowable,ASD = allowable tension load (lbf or kN) Vallowable,ASD = allowable shear load (lbf or kN) øNn = lowest design strength of an anchor or anchor group in tension as determined in accordance with ACI 318-14 Chap-ter 17 or ACI 318-11 Appendix D and as amended in Section 3.3 of this report. øVn = lowest design strength of an anchor or anchor group in shear as determined in accordance with ACI 318-14 Chapter 17 or ACI 318-11 Appendix D and as amended in Section 3.3 of this report. α = conversion factor calculated as a weighted average of the load factors for the controlling load combination. In

addition, α shall include all applicable factors to account for nonductile failure modes and required over-strength.

3.3.2 Interaction of Tensile and Shear Forces: In lieu of ACI 318-14 17.6.1, 17.6.2, and 17.6.3 (ACI 318-11 D.7.1, D.7.2 and D.7.3), interaction of tension and shear loads shall be calculated as follows: 17.6.1 (D.7.1): If Vapplied ≤ 0.2 Vallowable,ASD, for the governing strength in shear, then the full allowable strength in tension, Tallowable,ASD, shall be permitted. 17.6.2 (D.7.2): If Tapplied ≤ 0.2 Tallowable,ASD, for the governing for the governing strength in tension, then the full allowable strength in shear, Vallowable,ASD, shall be permitted. 17.6.3 (D.7.3): If Vapplied ≤ 0.2 Vallowable,ASD, for the governing strength in shear and Tapplied ≤ 0.2 Tallowable,ASD for the gov-erning strength in tension. For all other cases: Eq. (3-5) applies Eq. (3-5) T V Tallowable,ASD + Vallowable,ASD ≤ 1.2

3.4.1 Installation: Installation shall be in accordance with the codes referenced in Section 1.0 of this report and the manufacturer’s printed installation instructions (MPII). Where conflicts occur, the more restrictive shall govern. Installation parameters are pro-vided in Table 1 and Figures 7, 8 and 9 of this report. Anchor locations shall comply with this report and the plans and specifications approved by the building official. Installation of the VF22PR+ Anchor System shall conform to the MPII included in each package unit and as described in Figures 7, 8 and 9 of this report. Nozzles, brushes, dispensing tools and adhesive resin stoppers shown in Figures 2 through

6 and listed in Tables 13 and 14 of this report as supplied by the manufacturer, shall be used along with the adhesive compound cartridges. Installation of anchor elements may be downwardly inclined (floor), horizontally inclined (walls) and upwardly inclined (ceilings). For overhead and upwardly inclined installations, VF22PRO+ is limited to h

ef,max = 18 da. Installation may occur into dry concrete, water-saturated concrete or flooded holes in normal-weight or lightweight concrete. Use of anchors in submerged concrete is beyond the scope of this report.

3.4 INSTALLATION





3.5 SPECIAL INSPECTION

3.5.1 General: All adhesive anchor systems shall be installed with special in-spection. Installations may be made under continuous special inspection or periodic special inspection in accordance with the requirements in Tables 9 through 12 of this report as de-termined by the registered design professional and approved by the code official. Continuous special inspection is required for all cases where adhesive anchors are installed in horizon-tally or upwardly inclined orientations that are designed to resist sustained tension loads in accordance with ACI 318-14 17.8.2.4 and 26.13.3.2(c) (ACI 318-11 D.9.2.4). Installations made under special inspection shall be per-formed in accordance with Sections 1705.1 and 1705.3 of the 2015 and 2012 IBC, Sections 1704.4 and 1704.15 of the 2009 IBC or Sections 1704.4 and 1704.13 of the 2006 IBC, with continuous and periodic special inspection as defined in IBC Section 1702.1 and this report.

3.5.2 Continuous Special Inspection: Installations made under continuous special inspection with an onsite proof loading program shall be performed in accor-dance with 2015 and 2012 IBC Sections 1705.1.1 and Table 1705.3, 2009 IBC Sections 1704.4 and 1704.15 or 2006 IBC Sections 1704.4 and 1704.13. The special inspector shall be on the jobsite continuously during anchor installation to verify anchor element type, material, diameter, length, spacing, location, embedment and edge distances, adhesive system identification in accordance with Section 5.0 of this report, adhesive expiration date, concrete type, compressive strength and thickness; hole drilling method, dimensions and cleaning procedures, cleaning brush identification, cleaning air pressure, installation torque and adhesive installation in accordance with manufacturer’s printed installation instruc-tions (MPII). The special inspector shall observe all aspects of the anchor installation except holes shall be permitted to be drilled in the absence of the special inspector provided the special inspector examines the drill bits used for the drilling and verifies the hole sizes.

3.5.3 Periodic Special Inspection: Periodic special inspection shall be provided in accordance with 2015 and 2012 IBC Sections 1705.1 and 1705.3, 2009 IBC Sections 1704.4 and 1704.15 or 2006 IBC Sections 1704.4 and 1704.13; ACI 318-14 17.8.2.4 and 26.13.3.3

and this report. The special inspector shall be on the jobsite initially during anchor installation to verify those items shown for continuous special inspection in Section 3.5.2 of this report. Special inspector shall verify the initial installations of each type and size of adhesive anchor by construction personnel on site. Subsequent installations of the same anchor type and size by the same construction personnel are permitted to be performed in the absence of the special inspector. Any change in the anchor being installed or with the personnel performing the installation shall require an initial inspection. For ongoing installations over an extended period of time, the special inspector shall make regular inspections to confirm correct handling and installation of the product.

3.5.4 Proof Loading Program: An on-site proof loading program is required for all instal-lations subject to continuous special inspection and those designated by the registered design professional or building official. Where required, proof loading program shall be es-tablished by the registered design professional and approved by the building official. As a minimum, the following require-ments shall be addressed: frequency of proof loading based on anchor type, diameter and embedment; proof loads by anchor type, diameter, embedment and location; acceptable displacement at proof load; and remedial action in the event of failure to achieve the prescribed proof load or excessive displacement. Unless otherwise directed by the registered design profes-sional and approved by the building official, proof loads shall be applied as confined tension tests. Proof load levels shall not exceed the lesser of 67 percent of the load correspond-ing to the nominal bond strength as calculated from the characteristic bond stress for uncracked concrete modified for edge effects and concrete properties or 80 percent of the minimum specified anchor element yield strength (A

se,N ·fya). Proof loads shall be maintained at the required load level for a minimum of 10 seconds.





4.0 PRODUCT DESCRIPTION

4.1 General: The VF22PRO+ Adhesive Anchor System is inserted into a pre-drilled hole in hardened normal-weight or lightweight concrete and transfers loads to the concrete by bond be-tween the anchor and the adhesive, and bond between the adhesive and the concrete.

4.2 Product Information: VF22PRO+ is comprised of the following components:

§ VF22PRO+ (standard grade).

§ Adhesive mixing and dispensing equipment.

§ Equipment for cleaning holes and injecting adhesive.

4.3 Continuously threaded steel rods or deformed steel reinforc-ing bars shall be provided by the installer or a third party ac-cording to the standard specifications and are not proprietary.

4.4 Installation may occur into dry concrete, water-saturated concrete or flooded holes in concrete. Manufacturer’s printed installation instructions (MPII) and parameters are included with each adhesive unit package as shown in Figures 7, 8 and 9 of this report.

4.3 MATERIAL INFORMATION

4.3.1 VF22PRO+ Compound: The VF22PRO+ Adhesive Anchor compound is a two-com-ponent (resin and hardener) adhesive supplied in dual, side-by-side cartridges, capsule-in-cartridge (CIC) system, peeler cartridge or dual, coaxial cartridges separating the chemical components, which are combined in a 10:1 ratio by volume when dispensed through the system static mixing nozzle. The shelf life of the VF22PRO+ is 12 months when stored in the manufacturer’s unopened containers at temperatures be-tween 41°F (5°C) and 77°F (25°C). Gel and cure times based on product and material temperatures are shown in Table 2 of this report. Minimum cartridge temperatures shown in Table 2 of this report shall be observed.

4.3.2 Dispensing Equipment: VF22PRO+ shall be dispensed using pneumatic, battery or manual actuated dispensing tools listed in Figure 6 of this report.

4.3.3 Hole Preparation Equipment: Holes shall be cleaned with hole-cleaning brushes and air nozzles. Brushes shall be the appropriate size brush from the list shown in Tables 13 and 14 of this report. Air nozzles shall be equipped with an extension capable of reaching the bottom of the drilled hole and having an inside bore diameter of not less than ¼ inch (6.4 mm). Holes shall be prepared in accordance with the MPII shown in Figures 7, 8 and 9 of this report.

4.3.4 ANCHOR ELEMENTS

4.3.4.1 Threaded Steel Rod: Threaded anchor rods shall be clean, continuously thread-ed rods (all-thread) in diameters and types as described in Tables 5 and 6 of this report. Carbon steel threaded rods may be furnished with a zinc electroplated coating, hot-dipped galvanized coating, or may be uncoated. Threaded steel rods shall be clean, straight and free of mill scale, rust, mud, oil, and other coatings that may impair the bond with the adhe-sive. The tensile strength of the threaded anchor rods shall not exceed 145,000 psi (1,000 MPa).

4.3.4.2 Steel Reinforcing Bars: Steel reinforcing bars are deformed bars (rebar). Tables 5 and 6 of this report summarize reinforcing bars size ranges, specifications, and grades. Embedded portions of reinforcing bars shall be straight, and free of mill scale, rust and other coatings or substances that may impair the bond with the adhesive. Reinforcing bars shall not be bent after installation except as set forth in ACI 318-14 26.6.3.1 (b) (ACI 318-11 7.3.2), with the additional condition that the bars shall be bent cold, and heating of reinforcing bars to facilitate field bending of bars is not permitted.






4.3.4 ANCHOR ELEMENTS (CONTINUED)

4.3.5 Ductility: In accordance with ACI 318-14 2.3 (ACI 318-11 Appendix D.1), the steel element shall be considered ductile if the tested elongation is not less than 14 percent and the reduc-tion of area is not less than 30 percent. Steel elements that do not satisfy both of these requirements shall be deemed brittle. Except as modified by ACI 318-14 17.2.3.4.2 (a) (vi) (ACI 318-11 D.3.3.4.3(a) 6) for earthquake effects, deformed reinforcing bars meeting the requirements of ASTM A615 or A706 shall be considered as ductile steel elements.

5.0 IDENTIFICATION

5.1 VF22PRO+ is identified by permanent labels on the cartridge or packag-ing, bearing the company name (Allfasteners), product name (VF22PRO+), batch number, expiration date, name of the inspection agency (IAPMO-UES), IAPMO ES Mark of Conformity and this evaluation report number (ER-435).

5.2 Threaded rods, nuts, washers and deformed reinforcing bars are standard elements, and shall conform to applicable national or international specifi-cations as shown in Tables 5 and 6 of this report where applicable.

6.0 SUBSTANTIATING DATA

IAPMO ER-659 Certified NSF/ANSI 61

6.1 Data and test reports submitted are from laboratories in compliance with ISO/IEC 17025 and in accordance with the ICC-ES Accep-tance Criteria for Post-Installed Adhesive Anchors in Concrete Elements (AC308), Approved January 2016.

7.0 STATEMENT OF RECOGNITION

This evaluation report describes the results of research carried out by IAPMO Uniform Evalua-tion Service on Allfasteners VF22PRO+ Adhesive Injection to assess conformance to the codes shown in Section 1.0 of this report, and serves as documentation of the product certification.

4.4 Concrete: Normal-weight and lightweight concrete shall comply with Sections 1901 and 1903 of the 2015 and 2012 IBC or Sections 1903 and 1905 of the 2009, and 2006 IBC, and have a minimum compressive strength at the time of anchor installation of 2,500 psi (17.2 MPa), but not less than that required by the applicable code, including IBC Section 1904 and ACI 318-14 19.3.2 (ACI 318-11 4.3), or the structural design, nor more than 8,500 psi (58.6 MPa).





INSTALLATION INFORMATION

1Gel time refers to the highest temperature in the range2Cure time refers to the lowest temperature in the range3For overhead and upwardly inclined installations, VF22PRO+ is limited to a maximum installation temperature of 86°F (+30°C) and a maximum embedment depth of 18d

a.

Table 1:

Characteristic Symbol Units Nominal Anchor Element Size

Fractional Threaded RodsSize da inch - 3/8 1/2 5/8 3/4 1 - 1-1/4

Drill Size do inch - 1/2 9/16 11/16 13/16 1-1/16 - 1-3/8

US Reinforcing BarsSize da inch - #3 #4 #5 #6 #8 - #10

Drill Size do inch - 9/16 5/8 3/4 1 1-1/4 - 1-5/8

Embedment Depth Range for US / Fractional Sized Anchorshef,min inch - 2-3/8 2-3/4 3-1/8 3-1/2 4 - 5

hef,max inch - 7-1/2 10 12-1/2 15 20 - 25

Metric Threaded RodsSize da inch M8 M10 M12 M16 M20 M24 M27 M30

Drill Size do inch 10 12 14 18 22 26 30 35

Embedment Depth Range for Metric Threaded Rodshef,min inch 60 70 80 90 90 102 108 127

hef,max inch 160 200 240 320 400 480 540 600

Metric Reinforcing BarsSize da inch Ø8 Ø10 Ø12 Ø16 Ø20 Ø25 - Ø32

Drill Size do inch 12 14 16 20 25 32 - 40

Embedment Depth Range for Metric Reinforcing Barshef,min inch 60 70 80 90 90 102 - 127

hef,max inch 160 200 240 320 400 500 - 640

Maximum Tightening Torque Tinst

ft. lb. (Nm)

7 (10)

15 (20)

30 (40)

60 (80)

110 (150)

145 (200)

160 (216)

200 (275)

Critical Edge Distance hmin - 2.0 hef

Critical Edge Distance cac - See Section 3.1.10 of this report

Minimum Edge Distance cmin - 0.5 hef

Minimum Anchor Spacing smin - 0.5 hef

GEL & CURE TIME SCHEDULE

Table 2:

Concrete Temperature Gel Time1 Cure Time2

+5°C to +10°C 41°F to 50°F 10 minutes 145 minutes






Cartridge shall be conditioned to a minimum 41°F (+5°C) prior to use





SPECIFICATIONS & PHYSICAL PROPERTIES

Table 3:

SPECIFICATIONS AND PHYSICAL PROPERTIES OF COMMON THREADED CARBON AND STAINLESS STEEL ROD MATERIALS

Threaded Rod Specification

UnitsMinimum Specified Ultimate Strength

Minimum Specified Yield Strength

futa / fya

Minimum Percent Elongation

Minimum Percent Reduction of Area

Specification for Nuts

Carb

on S

teel

ASTM F1554 Grade 36 (A307 Gr.C)1

psi(MPa)

58,000(400)

36,000(250)

1.61 23 40ASTM A194

Grade A

ASTM A193Grade B71

psi(MPa)

125,000(860)

105,000(725)

1.19 16 50 ASTM A194

ISO 898-1Class 5.81

psi(MPa)

72,500(500)

58,000(400)

1.25 22 35DIN 934(Grade 6)

ISO 898-1Class 8.82

psi(MPa)

116,000(800)

92,800(640)

1.25 12 52DIN 934(Grade 8)

Stai

nles

s St

eel

ASTM F593CW1(1/4 – 5/8)2

psi(MPa)

100,000(690)

65,000(450)

1.54 20 - F594

ASTM F593CW2(3/4 – 1 1/4)2

psi(MPa)

85,000(585)

45,000(310)

1.89 25 - F594

ASTM F593SH12

psi(MPa)

115,000(800)

90,000(620)

1.28 12 - -

ASTM F593SH22

psi(MPa)

105,000(725)

70,000(480)

1.50 15 - -

ASTM F593SH32

psi(MPa)

95,000(655)

55,000(380)

1.73 20 - -

ISO 3506-1A4-702

psi(MPa)

101,500(700)

65,250(450)

1.56 40 - ISO 4032

ISO 3506-1A4-802

psi(MPa)

116,000(800)

87,000(600)

1.33 30 - -

1Rods are considered ductile steel elements in accordance with Sections 4.3.4.1, 4.3.4.2 and 4.3.5 of this report.2Rods are considered brittle steel elements in accordance with Sections 4.3.4.1, 4.3.4.2 and 4.3.5 of this report.

Table 4:

SPECIFICATIONS AND PHYSICAL PROPERTIES OF COMMON STEEL DEFORMED REINFORCING BARS

Reinforcing Bar Specification UnitsMinimum Specified

Ultimate Strength, futa

Minimum Specified Yield Strength, fya

ASTM A615 Grade 40 psi (MPa) 60,000 (415) 40,000 (275)

ASTM A615 Grade 60 psi (MPa) 90,000 (620) 60,000 (415)

DIN 488 BSt 500 psi (MPa) 79,750 (550) 72,500 (500)





SPECIFICATIONS & PHYSICAL PROPERTIES (CONTINUED)

Figure 1 : FLOW CHART FOR THE ESTABLISHMENT OF DESIGN BOND STRENGTH






Table 5:

STEEL DESIGN INFORMATION FOR US CUSTOMARY STEEL THREADED RODS AND REINFORCING BAR STEEL GRADES1

Characteristic Symbol Units Nominal Anchor Element Diameter

Frac

tiona

l Thr

eade

d Ro

ds

Nominal Anchor Diameter da inch 3/8 1/2 5/8 3/4 1 1-1/4

Stress Area2 Ase in.2 0.078 0.142 0.226 0.334 0.606 0.969

Tension Resistance of Carbon Steel ASTM F 1554 Grade 36 (A 307 Gr. C) Nsa lb (kN) 4495 (20.0) 8230 (36.6) 13110 (58.3) 19370 (86.2) 35150 (156.4) 56200 (250.0)

Tension Resistance of Carbon Steel ASTM A 193 B7 Nsa lb(kN) 9690 (43.1) 17740 (78.9) 28250 (125.7) 41750 (185.7) 75750 (337.0) 121125(538.8)

Tension Resistance of Stainless Steel ASTM F 593 CW1 Nsa lb(kN) 7750 (34.5) 14190 (63.1) 22600 (100.5) - - -

Tension Resistance of Stainless Steel ASTM F 593 CW2 Nsa lb(kN) - - - 28390 (126.3) 51510 (229.1) 82365 (366.4)

Tension Resistance of Stainless Steel ASTM F 593 SH1 Nsa lb(kN) 8915 (39.7) 16320 (72.6) 25990 (115.6) - - -

Tension Resistance of Stainless Steel ASTM F 593 SH2 Nsa lb(kN) - - - 35070 (156.0) 63630 (283.0) -

Tension Resistance of Stainless Steel ASTM F 593 SH3 Nsa lb(kN) - - - - 92055 (409.5)

Shear Resistance of Carbon Steel ASTM F 1554 Grade 36 (A 307 Gr. C) Vsa lb(kN) 2250 (10.0) 4940 (22.0) 7865 (35.0) 11625 (51.7) 21090 (93.8) 33720 (150.0)

Shear Resistance of Carbon Steel ASTM A 193 B7 Vsa lb(kN) 4845 (21.6) 10645 (47.4) 16950 (75.4) 25050 (111.4) 45450 (202.2) 72675 (323.3)

Shear Resistance of Stainless Steel ASTM F 593 CW1 Vsa lb(kN) 3875 (17.2) 7095 (31.6) 11300 (50.3) - - -

Shear Resistance of Stainless Steel ASTM F 593 CW2 Vsa lb(kN) - - - 14195 (63.1) 25755 (114.6) 41185 (183.2)

Shear Resistance of Stainless Steel ASTM F 593 SH1 Vsa lb(kN) 4455 (19.8) 9790 (43.5) 15595 (69.4) - - -

Shear Resistance of Stainless Steel ASTM F 593 SH2 Vsa lb(kN) - - - 17535 (78.0) 31815 (141.5) -

Shear Resistance of Stainless Steel ASTM F 593 SH3 Vsa lb(kN) - - - - - 46030 (204.8)

Strength Reduction Factor for Tension Steel Failure3 Ø - 0.75

Strength Reduction Factor for Shear Steel Failure3 Ø - 0.65

Reduction for Seismic Shear αV,seis- 0.73 0.73 0.67 0.67 0.61 0.61

US R

einf

orci

ng B

ar

Nominal Anchor Diameter da inch #3 #4 #5 #6 - -

Stress Area2 Ase in.2 0.11 0.20 0.31 0.44 - -

Tension Resistance of Reinforcing Bars ASTM A 615 Grade 40 Nsa lb(kN) 6600 (29.4) 12000 (53.4) 18600 (82.7) 26400 (117.4) - -

Tension Resistance of Reinforcing Bars ASTM A 615 Grade 60 Nsa lb(kN) 9900 (44.0) 18000 (80.1) 27900 (124.1) 39600 (176.1) - -

Shear Resistance of Reinforcing Bars ASTM A 615 Grade 40 Vsa lb(kN) 3960 (17.6) 7200 (32.0) 11160 (49.6) 15840 (70.5) - -

Shear Resistance of Reinforcing Bars ASTM A 615 Grade 60 Vsa lb(kN) 5940 (26.4) 10800 (48.0) 16740 (74.5) 23760 (105.7) - -


Strength Reduction Factor for Shear Steel Failure3 Ø - 0.65 - -

1Values provided for common rod material types are based on specified strength and calculated in accordance with ACI 318-14 Eq. (17.4.1.2) and Eq. (17.5.1.2b) or ACI 318-11 Eq. (D-2) and Eq.

(D-29). Nuts and washers shall be appropriate for the rod as set forth in Table 3 of this report.2Stress area is minimum stress area applicable for either tension or shear.3Tabulated value of Ø complies with ACI 318-14 17.3.3 (ACI 318-11 D.4.3) and applies when the load combinations of Section 1605.1 of the IBC or ACI 318-14 5.3 (ACI 318-11 9.2) are used.

When the load combinations in ACI 318 Appendix C are used, the appropriate value of Ø shall be determined in accordance with ACI 318-11 D.4.4.






Table 6:

STEEL DESIGN INFORMATION FOR METRIC THREADED ROD AND REINFORCING BAR STEEL GRADES1

Characteristic Symbol Units Nominal Anchor Element Diameter

Met

ric T

hrea

ded

Rods

Nominal Anchor Diameter da mm M8 M10 M12 M16 M20 M24 M27 M30

Stress Area2 Ase mm2 36.6 58.0 84.3 157.0 245.0 353.0 459.0 561.0

Tension Resistance of Carbon Steel ISO 898 Class 5.8

Nsa kN(lb) 18.3 (4414) 29.0 (6519) 42.0 (9476) 78.5 (17647) 122.5 (27539) 176.5 (39679) 229.5 (51594) 280.5 (63059)

Tension Resistance of Carbon Steel ISO 898 Class 8.8

Nsa kN(lb) 29.3 (6582) 46.5 (10431) 67.5 (15161) 125.5 (28236) 196.0 (44063) 282.5 (63486) 367.0 (82550)449.0

(100894)

Tension Resistance of Stainless Steel ISO 3506-1 A4-70

Nsa kN(lb) 26.0 (5845) 40.6 (9127) 59.0 (13266) 109.9 (24707) 171.5 (38555) 247.1 (55550) 321.0 (72163) 392.7 (88282)

Tension Resistance of Stainless Steel ISO 3506-1 A4-80

Nsa kN(lb) 29.0 (6519) 46.6 (10431) 67.4 (15161) 125.6 (28236) 196.0 (44063) 282.4 (63486) 367.0 (82504)448.8

(100894)

Shear Resistance of Carbon Steel ISO 898 Class 5.8

Vsa kN(lb) 11.0 (2648) 14.5 (3260) 25.5 (5685) 47.0 (10588) 73.5 (16523) 106.0 (23807) 137.5 (30956) 168.5 (37835)

Shear Resistance of Carbon Steel ISO 898 Class 8.8

Vsa kN(lb) 17.6 (3949) 23.0 (5216) 40.5 (9097) 75.5 (16942) 117.5 (26438)169.5

(38.092)220.5 (49530) 269.5 (60537)

Shear Resistance of Stainless Steel ISO 3506-1 A4-70

Vsa kN(lb) 13.0 (2922) 24.4 (5476) 35.4 (7960) 65.9 (14824) 102.9 (32133) 148.3 (33330) 161.0 (36194) 235.6 (52969)

Shear Resistance of Stainless Steel ISO 3506-1 A4-80

Vsa kN(lb) 15.0 (3372) 27.8 (6259) 40.5 (9097) 75.4 (16942) 117.6 (26438) 169.4 (38092) 184.0 (41364) 269.3 (60537)



Reduction for Seismic Shear αV,seis- - 0.66 0.67 0.77 0.66 0.61 0.59 0.59

Met

ric R

ebar

Nominal Anchor Diameter da mm - 10mm 12mm 16mm - - - -

Stress Area2 Ase mm2 - 78.5 113.0 201.0 - - - -

Tension Resistance of Reinforcing Bars DIN 488 B St 500

Nsa kN(lb) - 43.2 (9706) 62.2 (13972) 110.6 (24853) - - - -

Shear Resistance of Reinforcing Bars DIN 488 B St 500

Vs kN(lb) - 25.9 (5824) 37.3 (8383) 66.3 (14912) - - -



1Values provided for common rod material types are based on specified strength and calculated in accordance with ACI 318-14 Eq. (17.4.1.2) and Eq. (17.5.1.2b) or ACI 318-11 Eq. (D-2) and Eq.

(D-29). Nuts and washers shall be appropriate for the rod as set forth in Table 3 of this report.2Stress area is minimum stress area applicable for either tension or shear.3Tabulated value of Ø complies with ACI 318-14 17.3.3 (ACI 318-11 D.4.3) and applies when the load combinations of 1605.1 of the IBC or ACI 318-14 5.3 (ACI 318-11 9.2) are used. When the

load combinations in ACI 318-11 Appendix C are used, the appropriate value of Ø shall be determined in accordance with ACI 318-11 D.4.4.






Table 7:

CONCRETE BREAKOUT DESIGN INFORMATION FOR FRACTIONALLY SIZED THREADED RODS AND US REINFORCING BARS

Design Information Symbol Units

Nominal Anchor Element Diameter

3/8” 1/2" 5/8” 3/4" 1” 1-1/4”

#3 #4 #5 #6 #8 #10

Effectiveness Factor for Cracked Concrete kc,cr in-lb (SI) 17 (7.1)

Effectiveness Factor for Uncracked Concrete kc,uncr in-lb (SI) 24 (10)

Minimum Embedment Depth hef,min in. 2-3/8 2-3/4 3-1/8 3-1/2 4 5

Maximum Embedment Depth hef,max in. 7-1/2 10 12-1/2 15 20 25

Minimum Edge Distance cmin in. 0.5 hef

Minimum Anchor Spacing smin in. 0.5 hef

Critical Edge Distance cac in. See Section 3.1.10 of this report

Minimum Concrete Thickness hmin in. 2.0 hef

Strength Reduction Factor for Tension, Concrete Failure Modes, Condition B

Ø - 0.65

Strength Reduction Factor for Shear, Concrete Failure Modes, Condition B

Ø - 0.70

NOTE: For overhead and upwardly inclined installations only, VF22PRO+ is limited to a maximum embedment depth of 18da.

Table 8:

CONCRETE BREAKOUT DESIGN INFORMATION FOR METRIC SIZED THREADED RODS AND METRIC SIZED REINFORCING BARS

Design Information Symbol Units

Nominal Anchor Element Diameter

M8 M10 M12 M16 M20 M24 M24 M30

8mm 10mm 12mm 16mm 20mm 24mm 27mm 30mm

Effectiveness Factor for Cracked Concrete kc,cr in-lb (SI) 17 (7.1)

Effectiveness Factor for Uncracked Concrete kc,uncr in-lb (SI) 24 (10)

Minimum Embedment Depth for Threaded Rods hef,min mm 60 70 80 90 90 102 108 127

Maximum Embedment Depth for Threaded Rods hef,max mm 191 254 318 381 445 508 540 635

Minimum Embedment Depth for Rebars hef,min mm - 70 80 90 90 102 - 127

Maximum Embedment Depth for Rebars hef,max mm - 254 318 381 445 508 - 635

Minimum Edge Distance cminin. 0.5 hef

Minimum Anchor Spacing sminin. 0.5 hef

Critical Edge Distance cac in. See Section 3.1.10 of this report

Minimum Concrete Thickness hmin in. 2.0 hef

Strength Reduction Factor for Tension, Concrete Failure Modes, Condition B

Ø - 0.65

Strength Reduction Factor for Shear, Concrete Failure Modes, Condition B

Ø - 0.70

NOTE: For overhead installations and upwardly inclined only, VF22PRO+ is limited to a maximum embedment depth of 18da.






Table 9:

BOND STRENGTH DESIGN INFORMATION FOR FRACTIONAL STEEL THREADED RODS IN HAMMER DRILLED HOLES

Design Information Symbol UnitsNominal Anchor Element Diameter

3/8” 1/2" 5/8” 3/4" 1” 1-1/4”

Minimum Embedment Depth hef,min inch 2-3/8 2-3/4 3-1/4 3-1/2 4 5

Maximum Embedment Depth6 hef,max inch 7-1/2 10 12-1/2 15 20 25

Characteristic Bond Strength in Uncracked Concrete for Sustained Tension Loading2,3 Τk,sust,uncr

psi (N/mm2) 1,320 (9.10) 1,237 (8.53) 1,154 (7.95) 1,070 (7.38) - -

Characteristic Bond Strength in Uncracked Concrete for Short Term Loads2,3 Τk,uncr

psi (N/mm2) 1,320 (9.10) 1,237 (8.53) 1,154 (7.95) 1,070 (7.38) - -

Characteristic Bond Strength in Cracked Concrete for Sustained Tension Loading2,3 Τk,sust,cr

psi (N/mm2) 598 (4.13) 817 (5.63) 769 (5.30) 720 (4.96) 623 (4.29) 518 (3.57)

Characteristic Bond Strength in Cracked Concrete for Short Term Loads2,3 Τk,cr

psi (N/mm2) 598 (4.13) 817 (5.63) 769 (5.30) 720 (4.96) 623 (4.29) 518 (3.57)

Permissible Installation Conditions, Periodic Special Inspection

Dry ConcreteAnchor Category - 2 2 2 2 2 3

Ød- 0.55 0.55 0.55 0.55 0.55 0.45

Water-saturated Concrete

Anchor Category - 1 2 2 2 2 2

Ød- 0.65 0.55 0.55 0.55 0.55 0.55

Water-filled HolesAnchor Category - 3 3 3 3 3 3

Ød- 0.45 0.45 0.45 0.45 0.45 0.45

Permissible Installation Conditions, Continuous Special Inspection

Dry ConcreteAnchor Category - 1 1 1 1 1 1

Ød- 0.65 0.65 0.65 0.65 0.65 0.65

Water-saturated Concrete

Anchor Category - 1 1 1 1 1 1

Ød- 0.65 0.65 0.65 0.65 0.65 0.65

Water-filled HolesAnchor Category - 1 1 1 1 1 1

Ød- 0.65 0.65 0.65 0.65 0.65 0.65

Reduction for Seismic Tension αN.seis- 1.00 0.41 0.54 1.00 0.50 0.96

1Bond strength values correspond to concrete compressive strength, f’c = 2,500 psi. Bond strength values shall not be increased for concrete compressive strength.

2Maximum long term temperature: 122°F (+50°C); maximum short-term temperature: 176°F (+80°C).3Short term elevated concrete temperatures are those that occur over brief intervals, e.g. transient or part of a regular cycle of heating and cooling, such as day-night temperature rise and fall. Long

term elevated concrete temperatures are roughly constant over significant periods of time.4The tabulated value of Ø applies when load combinations of Section 1605.2 of the IBC or ACI 318-14 5.3 (ACI 318-11 9.2), are used in accordance with ACI 318-14 17.3.3 (ACI 318-11 D.4.3). If

the load combinations of ACI 318 Appendix C are used, the appropriate value of Ø shall be determined in accordance with ACI 318 D.4.4.5The values of Ø correspond to Condition B as described in ACI 318-14 17.3.3 (ACI 318-11 D.4.3) for post-installed anchors designed using the load combinations of IBC Section 1605.2. If the load

combinations in ACI 318-11 Appendix C are used, the corresponding value of Ø shall be determined.6For overhead and upwardly inclined installations, the 2VF22PRO+ system is limited to h

ef,max = 18d

a.






Table 10:

BOND STRENGTH DESIGN INFORMATION FOR METRIC STEEL THREADED RODS IN HAMMER DRILLED HOLES


M8 M10 M12 M16 M20 M24 M27 M30

Minimum Embedment Depth hef,min mm 60 60 70 83 89 102 018 127

Maximum Embedment Depth6 hef,max mm 160 200 240 320 400 480 540 600

Characteristic Bond Strength in Uncracked Concrete for Sustained Tension Loading2,3

Τk,sust,uncrN/mm2 (psi) 9.38 (1,360) 9.02 (1,308) 8.65 (1,255) 7.93 (1,150) 7.21 (1,045) - -

Characteristic Bond Strength in Uncracked Concrete for Short Term Loads2,3

Τk,uncrN/mm2 (psi) 9.38 (1,360) 9.02 (1,308) 8.65 (1,255) 7.93 (1,150 7.21 (1,045) - - -

Characteristic Bond Strength in Cracked Concrete for Sustained Tension Loading2,3

Τk,sust,crN/mm2 (psi) 6.13 (889) 5.78 (839) 5.71 (828) 5.29 (767) 4.86 (705) 3.97 (576) 4.07 (590) 3.75 (545)

Characteristic Bond Strength in Cracked Concrete for Short Term Loads2,3

Τk,crN/mm2 (psi) 6.13 (889) 5.78 (839) 5.71 (828) 5.29 (767) 4.86 (705) 3.97 (576) 4.07 (590) 3.75 (545)


Dry Concrete

Anchor Category

- 2 2 2 2 2 3 3 3

Ød- 0.55 0.55 0.55 0.55 0.55 0.55 0.45 0.45

Water- saturated Concrete

Anchor Category

- 1 1 2 2 2 2 2 2

Ød- 0.65 0.65 0.55 0.55 0.55 0.55 0.55 0.55

Water-filled Holes

Anchor Category

- 3 3 3 3 3 3 3 3

Ød- 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45


Dry Concrete

Anchor Category

- 1 1 1 1 1 1 1 1

Ød- 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65

Water- saturated Concrete

Anchor Category

- 1 1 1 1 1 1 1 1

Ød- 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65

Water-filled Holes

Anchor Category

- 1 1 1 1 1 1 1 1

Ød- 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65

Reduction for Seismic Tension αN.seis- - 0.34 0.41 0.54 0.36 0.50 0.50 0.45

1Bond strength values correspond to concrete compressive strength, f’c = 2,500 psi. Bond strength values shall not be increased for concrete compressive strength.2Maximum long term temperature: 122°F (+50°C); maximum short-term temperature: 176°F (+80°C).3Short term elevated concrete temperatures are those that occur over brief intervals, e.g. transient or part of a regular cycle of heating and cooling, such as day-night temperature rise and fall. Long


the load combinations of ACI 318 Appendix C are used, the appropriate value of Ø shall be determined in accordance with ACI 318-11 D.4.4.5The values of Ø correspond to Condition B as described in ACI 318-14 17.3.3 (ACI 318-11 D.4.3) for post-installed anchors designed using the load combinations of IBC Section 1605.2. If the load

combinations in ACI 318-11 Appendix C are used, the corresponding value of Ø shall be determined.6 For overhead and upwardly inclined installations, the VF22PR+ is limited to h

ef,max = 18da.






Table 11:

BOND STRENGTH DESIGN INFORMATION FOR US REINFORCING BARS IN HAMMER DRILLED HOLES USED AS ANCHOR ELEMENTS


#3 #4 #5 #6

Minimum Embedment Depth hef,min inch 2-3/8 2-3/4 3-1/4 3-1/2

Maximum Embedment Depth6 hef,max inch 7-1/2 10 12-1/2 15


psi (N/mm2) 1,262 (8.70) 1,174 (8.10) 1,087 (7.49) 1,000 (6.89)


psi (N/mm2) 1,262 (8.70) 1,174 (8.10) 1,087 (7.49) 1,000 (6.89)


Dry ConcreteAnchor Category - 2 2 2 2

Ød- 0.55 0.55 0.55 0.55

Water-saturated ConcreteAnchor Category - 1 2 2 2

Ød- 0.65 0.55 0.55 0.55

Water-filled HolesAnchor Category - 3 3 3 3

Ød- 0.45 0.45 0.45 0.45


Dry ConcreteAnchor Category - 1 1 1 1

Ød- 0.65 0.65 0.65 0.65

Water-saturated ConcreteAnchor Category - 1 1 1 1

Ød- 0.65 0.65 0.65 0.65

Water-filled HolesAnchor Category - 1 1 1 1

Ød- 0.65 0.65 0.65 0.65

1Bond strength values correspond to concrete compressive strengths, f’c = 2,500 psi. Bond strength values shall not be increased for concrete compressive strength.



the load combinations of ACI 318-11 Appendix C are used, the appropriate value of Ø shall be determined in accordance with ACI 318 D.4.4.5The values of Ø correspond to Condition B as described in ACI 318-14 17.3.3 (ACI 318-11 D.4.3) for post-installed anchors designed using the load combinations of IBC Section 1605.2. If the load

combinations in ACI 318-11 Appendix C are used, the corresponding.6 For overhead and upwardly inclined installations, the VF22PRO+ is limited to h

ef,max = 18d

a.






Table 12:

BOND STRENGTH DESIGN INFORMATION FOR METRIC REINFORCING BARS IN HAMMER DRILLED HOLES USED AS ANCHOR ELEMENTS


Ø10mm Ø12mm Ø16mm

Minimum Embedment Depth hef,min mm 60 70 83

Maximum Embedment Depth6 hef,max mm 200 240 320


N/mm2 (psi) 8.61 (1,249) 8.23 (1,193) 7.47 (1,083)


N/mm2 (psi) 8.61 (1,249) 8.23 (1,193) 7.47 (1,083)


Dry ConcreteAnchor Category - 2 2 2

Ød- 0.55 0.55 0.55

Water-saturated ConcreteAnchor Category - 1 2 2

Ød- 0.65 0.55 0.55

Water-filled HolesAnchor Category - 3 3 3

Ød- 0.45 0.45 0.45


Dry ConcreteAnchor Category - 1 1 1

Ød- 0.65 0.65 0.65

Water-saturated ConcreteAnchor Category - 1 1 1

Ød- 0.65 0.65 0.65

Water-filled HolesAnchor Category - 1 1 1

Ød- 0.65 0.65 0.65

1Bond strength values correspond to concrete compressive strength, f’c = 2,500 psi. Bond strength values shall not be increased for concrete compressive strength.



the load combinations of ACI 318-11 Appendix C are used, the appropriate value of Ø shall be determined in accordance with ACI 318-11 D.4.4.5The values of Ø correspond to Condition B as described in ACI 318-14 17.3.3 (ACI 318-11 D.4.3) for post-installed anchors designed using the load combinations of IBC Section 1605.2. If the load

combinations in ACI 318-11 Appendix C are used, the corresponding value of Ø shall be determined.6For overhead and upwardly inclined installations, the VF22PRO+ is limited to h

ef,max = 18d

a.





PACKAGING CONFIGURATIONS

Peeler Cartridge - 300ml (10fl.oz.)

Mixing Nozzle

ACCESSORIES

Figure 3 - PACKAGING CONFIGURATIONS FOR VF22PRO+

Figure 4 & 5:

Hole Clearing Accessories

Part # Description Image

11BO12 1/2" Nylon Brush for Drill Size 3/8" or 1/2"

11SB038 7/16" Wire Brush for Drill Size 3/8"




1E25-6 6ft. Plastic Tubing

1INST1250 M12 x 1-5/16 Nylon Screen Tube





1BPUMP Hole Clearing Pump





APPLICATOR/DISPENSING GUNS

Figure 6:

Hole Clearing Accessories

Part # Description Image

13CAG300 10oz Caulking, 18:1 Ration Single Component Applicator

Table 13:

INSTALLATION TOOLS FOR FRACTIONAL AND US CUSTOMARY SIZED ANCHORS

Anchor Size hef,min (inch) hef,max (inch) do (inch)

Thre

aded

Rod

3/8 2-3/8 7-1/2 1/2

1/2 2-3/4 10 9/16

5/8 3-1/8 12-1/2 11/16

3/4 3-1/2 15 13/16

1 4 20 1-1/16

1-1/4 5 25 1-3/8

Reba

r

#3 2-3/8 7-1/2 9/16

#4 2-3/4 10 5/8

#5 3-1/8 12-1/2 3/4

#6 3-1/2 15 1

INSTALLATION TOOLS

Table 14:

INSTALLATION TOOLS FOR METRIC SIZED ANCHORS

Anchor Size hef,min (mm) hef,max (mm) do (mm)

Thre

aded

Rod

M8 60 160 10

M10 70 200 12

M12 80 240 16

M16 90 320 18

M20 90 400 22

M24 96 480 26

M27 108 540 30

M30 120 600 35

Reba

r Ø10 70 200 14

Ø12 80 240 16

Ø16 90 320 20





INSTALLATION - ANCHORS BETWEEN HORIZONTAL AND DOWNWARD ORIENTATIONSFigure 7 : MANUFACTURER’S PRINTED INSTALLATION INSTRUCTIONS (MPII)

Before commencing installation ensure the operative is equipped with appropriate personal protection equipment, SDS hammer drill, air lance, hole cleaning brush, good quality dispensing tool (either manual or power operated), chemical cartridge with mixing nozzle and extension tube, if needed.

Important: check the expiration date on the cartridge (do not use expired material) and that the cartridge has been stored in its original packaging, the correct way up, in cool conditions (41°F to 77°F / 5°C to 25°C) out of direct sunlight. Installation of VF22PRO+ is limited to the following temperature ranges: Minimum installation temperature: 41°F (+5°C); maximum installation temperature: 95°F (+35°C).

1. Using the SDS Hammer Drill in rotary hammer

mode for drilling, with a carbide tipped drill bit

(ANSI B212.15-1994) of the appropriate size,

drill the hole to the specified hole diameter and

depth.

2. Insert the air lance to the bottom of

the hole and blow out the hole by depress-

ing the trigger for approximately 2 seconds.

Compressed air must be clean and dry with a

minimum pressure of 90 psi (6 bar). Perform

the blowing operation twice.

3. Select the correct size Hole Cleaning Brush.

Ensure that the brush is in good condition

and the correct diameter. Insert the brush

to the bottom of the hole, using a brush

extension if needed to reach the bottom of

the hole and withdraw with a twisting motion.

There should be positive interaction between the bristles of the brush and

the sides of the drilled hole. Perform the brushing operation twice.

4. Repeat 2.

5. Repeat 3.

6. Repeat 2.

7. Select the appropriate static mixer nozzle, checking that

the mixing elements are present and correct (do not modify

the mixer). Attach mixer nozzle to the cartridge. Check

the Dispensing Tool is in good working order. Place the

cartridge into the dispensing tool.

8. Extrude some resin to waste until an

even colored mixture is achieved. The

cartridge is now ready to use.

9. If required, attach an extension tube with resin

stopper to the end of the mixing nozzle with a

push fit.

(The extension tubes may be pushed into the

resin stoppers and are held in place with a coarse internal thread).

10. Insert the mixing nozzle to the bottom of the

hole. Extrude the resin and slowly withdraw the

nozzle from the hole. Ensure no air voids are

created as the nozzle is withdrawn. Inject

resin until the hole is approximately ¾ full and

remove the nozzle from the hole.

11. Select the steel anchor element ensuring it is

free from oil or other contaminants, and mark

with the required embedment depth. Insert

the steel element into the hole using a back

and forth twisting motion to ensure complete

cover, until it reaches the bottom of the hole. Excess resin will be expelled

from the hole evenly around the steel element and there shall be no gaps

between the anchor element and the wall of the drilled hole.

12. Clean any excess resin from around the mouth of the hole.

13. Do not disturb the anchor until at least the

minimum cure time has elapsed. Refer to the

Working and Load Timetable to determine the

appropriate cure time.

14. Position the fixture and tighten the anchor to

the appropriate installation torque.

Do not over-torque the anchor as this could

adversely affect its performance.





INSTALLATION - IN WATER-FILLED HOLESFigure 8 : MANUFACTURER’S PRINTED INSTALLATION INSTRUCTIONS (MPII)

Before commencing installation ensure the operative is equipped with appropriate personal protection equipment, SDS hammer drill, air lance, hole cleaning brush, good quality dispensing tool (either manual or power operated), chemical cartridge with mixing nozzle and extension tube, if needed.

Remove standing water prior to cleaning to achieve maximum performance.

Important: check the expiration date on the cartridge (do not use expired material) and that the cartridge has been stored in its original packaging, the correct way up, in cool conditions (41°F to 77°F / 5°C to 25°C) out of direct sunlight. Installation of VF22PRO+ is limited to the following temperature ranges: Minimum installation temperature: 41°F (+5°C); maximum installation temperature: 95°F (+35°C).


mode for drilling, with a carbide tipped drill bit

(ANSI B212.15-1994) of the appropriate size,

drill the hole to the specified hole diameter and

depth.

2. Insert the air lance to the bottom of the hole and

blow out the hole by depressing the trigger for

approximately 2 seconds.Compressed air must

be clean and dry with a minimum pressure of

90 psi (6 bar). Perform the blowing operation

twice.

3. Select the correct size Hole Cleaning Brush.

Ensure that the brush is in good condition and

the correct diameter. Insert the brush to the

bottom of the hole, using a brush extension if

needed to reach the bottom of the hole and

withdraw with a twisting motion. There should

be positive interaction between the bristles of

the brush and the sides of the drilled hole.

Perform the brushing operation twice.

4. Repeat 2.

5. Repeat 3.

6. Repeat 2


the mixing elements are present and correct (do not

modify the mixer). Attach mixer nozzle to the cartridge.

Check the Dispensing Tool is in good working order.

Place the cartridge into the dispensing tool.

8. Extrude some resin to waste until an

even colored mixture is achieved.

The cartridge is now ready to use.

9. If required, attach an extension tube with resin stopper

to the end of the mixing nozzle with a push fit.

(The extension tubes may be pushed into the resin

stoppers and are held in place with a coarse internal

thread).

10. Insert the mixing nozzle to the bottom of the hole.

Extrude the resin and slowly withdraw the nozzle

from the hole. Ensure no air voids are created as

the nozzle is withdrawn. Inject resin until the hole

is approximately ¾ full and remove the nozzle from

the hole.

11. Select the steel anchor element ensuring it is free

from oil or other contaminants, and mark with the

required embedment depth. Insert the steel element

into the hole using a back and forth twisting motion to

ensure complete cover, until it reaches the bottom of

the hole. Excess resin will be expelled from the hole

evenly around the steel element and there shall be no

gaps between the anchor element and the wall of the drilled hole.

12. Clean any excess resin from around the mouth of the

hole.

13. Do not disturb the anchor until at least the minimum

cure time has elapsed. Refer to the Working and

Load Timetable to determine the appropriate cure

time.

14. Position the fixture and tighten the anchor to the

appropriate installation torque.







INSTALLATION - ANCHORS OVERHEAD AND UPWARDLY INCLINED ORIENTATIONSFigure 9 : MANUFACTURER’S PRINTED INSTALLATION INSTRUCTIONS (MPII)

Before commencing installation ensure the operative is equipped with appropriate personal protection equipment, SDS hammer drill, air lance, hole cleaning brush, good quality dispensing tool (either manual or power operated), chemical cartridge with mixing nozzle and extension tube, if needed. Important: check the expiration date on the cartridge (do not use expired material) and that the cartridge has been stored in its original packaging, the correct way up, in cool conditions (41°F to 77°F / 5°C to 25°C) out of direct sunlight. Installation of VF22PRO+ is limited to the following temperature ranges: Minimum installation temperature: 41°F (+5°C); maximum installation temperature: 95°F (+35°C).


mode for drilling, with a carbide tipped drill bit (ANSI

B212.15-1994) of the appropriate size, drill the hole to

the specified hole diameter and depth.

2. Insert the air lance to the bottom of the hole and blow

out the hole by depressing the trigger for approxi-

mately 2 seconds. Compressed air must be clean

and dry with a minimum pressure of 90 psi (6 bar).

Perform the blowing operation twice.

3. Select the correct size Hole Cleaning Brush. Ensure

that the brush is in good condition and the correct

diameter. Insert the brush to the bottom of the hole,

using a brush extension if needed to reach the bot-

tom of the hole and withdraw with a twisting motion.

There should be positive interaction between the

bristles of the brush and the sides of the drilled hole.

Perform the brushing operation twice.

4. Repeat 2

5. Repeat 3

6. Repeat 2


the mixing elements are present and correct (do not modify

the mixer). Attach mixer nozzle to the cartridge. Check the

Dispensing Tool is in good working order. Place the cartridge

into the dispensing tool.

8. Extrude some resin to waste until an even

colored mixture is achieved. The cartridge is

now ready to use

9. If required, attach an extension tube with resin stop-

per to the end of the mixing nozzle with a push fit.

(The extension tubes may be pushed into the resin

stoppers and are held in place with a coarse internal

thread).

10. Insert the mixing nozzle to the bottom of the hole.

Extrude the resin and slowly withdraw the nozzle

from the hole. Ensure no air voids are created as

the nozzle is withdrawn. Inject resin until the hole

is approximately ¾ full and remove the nozzle from

the hole.

11. Select the steel anchor element ensuring it is free

from oil or other contaminants, and mark with the

required embedment depth. Insert the steel element

into the hole using a back and forth twisting motion

to ensure complete cover, until it reaches the bottom

of the hole. Excess resin will be expelled from the

hole evenly around the steel element and there shall

be no gaps between the anchor element and the wall

of the drilled hole.

12. Clean any excess resin from around the mouth of

the hole.

13. Do not disturb the anchor until at least the minimum

cure time has elapsed. Refer to the Working and

Load Timetable to determine the appropriate cure

time.

14. Position the fixture and tighten the anchor to the

appropriate installation torque.







ORDERING INFORMATION

PART # DESCRIPTION QUANTITY / CASE

1VF22P 10oz Epoxy with Mixing Nozzle 12 / BOX

DISCLAIMER

IMPORTANT: Information, specifications, procedures and recommendations provided (“information”) are based on our experience and we believe this to be accurate. No representation, guarantee or warranty is made as to the accuracy or completeness of the information or that use of the product will avoid losses or damages or give desired results. It is purchaser’s sole responsibility to test and determine the suitability of any product for the intended use. Tests should be repeated if materials or conditions change in any way. No employee, distributor or agent has any right to change these facts and offer a guarantee of performance.

NOTE TO USER: by ordering/receiving product you accept the ALLFASTENERS General Terms and Conditions of Sale applicable in the region. Please request a copy if you have not received these. These Terms and Conditions contain disclaimers of implied warranties (including but not limited to disclaiming warranties of fitness for a particular purpose) and limits of liability.

technical data sheet: vf22pro+ - allfasteners

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